CN113445607A - Construction method for connecting inverted well wall in underground dense pipeline group - Google Patents
Construction method for connecting inverted well wall in underground dense pipeline group Download PDFInfo
- Publication number
- CN113445607A CN113445607A CN202110707415.2A CN202110707415A CN113445607A CN 113445607 A CN113445607 A CN 113445607A CN 202110707415 A CN202110707415 A CN 202110707415A CN 113445607 A CN113445607 A CN 113445607A
- Authority
- CN
- China
- Prior art keywords
- well
- larsen
- pipeline
- layer
- sheet pile
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F5/00—Sewerage structures
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
-
- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F3/00—Sewer pipe-line systems
- E03F3/06—Methods of, or installations for, laying sewer pipes
-
- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F5/00—Sewerage structures
- E03F5/02—Manhole shafts or other inspection chambers; Snow-filling openings; accessories
-
- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F7/00—Other installations or implements for operating sewer systems, e.g. for preventing or indicating stoppage; Emptying cesspools
-
- G—PHYSICS
- G08—SIGNALLING
- G08B—SIGNALLING OR CALLING SYSTEMS; ORDER TELEGRAPHS; ALARM SYSTEMS
- G08B21/00—Alarms responsive to a single specified undesired or abnormal condition and not otherwise provided for
- G08B21/18—Status alarms
- G08B21/24—Reminder alarms, e.g. anti-loss alarms
-
- E—FIXED CONSTRUCTIONS
- E03—WATER SUPPLY; SEWERAGE
- E03F—SEWERS; CESSPOOLS
- E03F2201/00—Details, devices or methods not otherwise provided for
- E03F2201/20—Measuring flow in sewer systems
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Health & Medical Sciences (AREA)
- Hydrology & Water Resources (AREA)
- Public Health (AREA)
- Water Supply & Treatment (AREA)
- Structural Engineering (AREA)
- Composite Materials (AREA)
- Chemical & Material Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Business, Economics & Management (AREA)
- Emergency Management (AREA)
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a construction method of an inverted well wall connected in an underground dense pipeline group, which belongs to the technical field of groove construction, and can be used for monitoring the water pressure in a rainwater pipeline in real time, and when the water pressure in the rainwater pipeline is increased to a certain degree, a first alarm device can give an alarm to prevent a plugging air bag from being extruded from the rainwater pipeline to cause sewage accumulation. In addition, the Larsen sheet pile inclination prevention device is arranged, whether the Larsen sheet pile is inclined or not during jumping is monitored through the gravity sensor, and when the Larsen sheet pile is slightly inclined, alarm reminding can be performed, so that the Larsen sheet pile is calibrated; meanwhile, the inner supports of the Larsen sheet piles are arranged in a net shape, so that the Larsen sheet piles have good stability, and a mode of combining rigid supports and flexible supports is adopted, so that errors caused by temperature and other influences can be eliminated, and deflection, local bending moment, torque and the like of the whole structure caused by large bending moment, large deviation and other adverse factors can be borne and solved.
Description
Technical Field
The invention belongs to the technical field of groove construction, and particularly relates to a construction method of an inverted well wall connected in an underground dense pipeline group.
Background
The normal operation of city can not leave the drainage of rainwater pipeline to the rainwater. Along with the construction and development of cities, underground rainwater pipeline networks are also continuously perfected and developed, but the connection of new and old rainwater pipelines is also faced. The new and old rainwater pipeline connection project is high in construction difficulty, large in potential safety hazard and large in peripheral influence, and is usually subjected to examination of construction site geographical positions, construction operation surface site areas, construction site geological structures and the like.
In new and old rainwater pipeline connection projects, inspection well construction projects are usually included, and an inverted well wall construction method is usually adopted for the inspection well construction, namely, the method is simply like downward well excavation and supporting while excavation.
The above-mentioned content has the defects: the existing method for hanging the well wall upside down is only suitable for general conditions, and none of the existing method for hanging the well wall upside down is suitable for connection in an underground dense pipeline group; before the construction of an inspection well, a plugging air bag can be used for plugging and guiding rainwater pipelines at the upper and lower positions, but the existing plugging air bag can only be used for plugging and cannot be used for monitoring the water pressure in the rainwater pipeline in real time, and if the water pressure in the rainwater pipeline is increased to a certain degree, the plugging air bag is possibly extruded from the rainwater pipeline to cause sewage accumulation; the existing construction method for the inverted well wall is to directly jump and beat the Larsen sheet pile, when the inclination angle of the Larsen sheet pile reaches the degree visible to the naked eye, people can only perceive that the Larsen sheet pile is inclined, and at the moment, the inclined Larsen sheet pile needs to be inserted after being pulled up again, so that the time and the labor are consumed, and the operation is very inconvenient; after the Larsen sheet pile is jumped, lateral pressure from a soil layer can be borne, so that an inner support is needed, and the conventional inner support for the Larsen sheet pile adopts a steel pipe support (comprising an I-shaped steel purlin and a bracket), but the support mode is unstable.
Disclosure of Invention
The invention aims to provide a construction method of an inverted well wall connected in an underground dense pipeline group, aiming at the problems in the prior art.
In order to achieve the purpose, the invention adopts the technical scheme that:
a construction method of an inverted well wall connected in an underground dense pipeline group comprises the following steps:
s1, flow guiding and plugging: an upstream rainwater pipeline and a downstream rainwater pipeline of an area to be excavated are plugged by plugging devices, the plugging devices are connected with a first control device, and then a water pump is arranged for pumping, draining and guiding flow; the blocking device can measure the real-time water pressure in the rainwater pipeline, and after the real-time water pressure in the rainwater pipeline exceeds the preset value of the first control device, the blocking device gives out a voice alarm;
s2, leveling the ground and detecting and paying off:
firstly, pavement breaking and one-time detection of underground pipelines:
manually breaking the pavement of the area to be excavated by adopting an air pick, wherein the pavement breaking depth is 0.8-1.6 m; in the process that the air pick breaks the road surface, the concrete position of the underground pipeline is determined by detecting through the underground pipeline detector; then fixing a Larsen sheet pile anti-tilting device at a position which avoids the underground pipeline by at least 0.5m, and then tripping the Larsen sheet pile through the Larsen sheet pile anti-tilting device, wherein the Larsen sheet pile anti-tilting device can prevent the Larsen sheet pile from tilting during tripping; the Larsen steel sheet piles are arranged in four rows, the four rows of Larsen steel sheet piles are distributed in a rectangular shape, and inner support structures which are arranged in a net shape are arranged among the Larsen steel sheet piles;
measuring and lofting: organizing survey personnel to perform survey lofting and position the trend of the underground pipeline and the relative position of a surrounding building;
thirdly, manually excavating and secondarily detecting underground pipelines: adopting an air pick to carry out manual excavation, wherein the excavation depth is 0.5-1 m; in the excavation process, performing secondary detection on the underground pipeline through an underground pipeline detector;
and fourthly, measurement and lofting of the inspection well: releasing the specific position of the inspection well according to the secondary detection result of the underground pipeline;
s3, construction of the inspection well:
firstly, constructing a well ring beam: binding reinforcing steel bars and pouring concrete to a well ring of the inspection well; until the walling crib construction is completed and the concrete strength reaches 70 percent, the concrete vibrator is adopted to vibrate and compact in the pouring process
Secondly, manually excavating a first layer in the well: manually excavating a first layer of earthwork in the well, then vertically excavating by using a small gantry crane, and transporting materials by using the small gantry crane;
constructing a first layer of shaft structure: firstly binding reinforcing steel bars in a shaft, then carrying out a formwork supporting process, wherein both an inner formwork and an outer formwork used in the formwork supporting process adopt laminated plywood, and the inner formwork is supported and fixed by a steel pipe scaffold in the shaft; then pouring concrete in the area between the inner formwork and the outer formwork, and directly putting the concrete into a bin in a chute mode; then curing the poured concrete, and removing the formwork;
fourthly, manually digging a second layer in the well: after the strength of the first layer of shaft concrete reaches 70%, manually excavating a second layer of earthwork in the well, vertically excavating by using a small gantry crane, and transporting materials by using the small gantry crane; then, rechecking the verticality of the second layer of shaft;
and fifthly, constructing a second-layer well cylinder structure: repeating the step three in the step S3;
sixthly, manually excavating a third layer in the well: after the strength of the second layer of the shaft tube concrete reaches 70%, manually excavating a third layer of earthwork in the shaft until the shaft bottom is excavated to the designed elevation, and stopping excavating the soil; then, vertically discharging soil by using a small gantry crane, and transporting materials by using the small gantry crane; then, rechecking the verticality of the third layer of shaft;
and seventhly, constructing a third layer of shaft structure and a bottom plate: repeating the step three in the S3, and then performing concrete pouring, curing and form removal on the well bottom;
eighthly, underground pipeline protection and inspection well wall inspection: after the strength of the third layer of shaft concrete reaches 70%, the old rainwater pipe pipeline and the well wall are inspected; then, the old rainwater pipeline and the side wall of the shaft can be subjected to grouting treatment;
s4, inspection shaft, well cover construction and pavement restoration.
The invention relates to a construction method of an inverted well wall suitable for connection in an underground dense collecting pipeline group, which can monitor water pressure in a rainwater pipeline in real time, and when the water pressure in the rainwater pipeline is increased to a certain degree, a first alarm device can give an alarm to prevent a plugging air bag from being extruded from the rainwater pipeline to cause sewage accumulation. Meanwhile, the Larsen sheet pile anti-tilting device is arranged, whether the Larsen sheet pile tilts during jumping is monitored through the gravity sensor, and when the Larsen sheet pile slightly tilts, alarm reminding can be carried out, and the Larsen sheet pile is calibrated.
Furthermore, the plugging device comprises an inflatable airbag, a water pressure sensor, a first alarm device and a first control device which are arranged in a cylindrical shape, one end of the inflatable airbag is provided with an inflation inlet, the first alarm device and the first control device, and the other end of the inflatable airbag is connected with the water pressure sensor; the water pressure sensor is connected with the first control device through an elastic lead; one end of the elastic lead is connected with the water pressure sensor, and the other end of the elastic lead penetrates through the side wall of the inflatable air bag and is connected with the first control device; the elastic lead is arranged in a spring shape; a sealing rubber layer is arranged at the joint of the elastic lead and the side wall of the inflatable bag; the first alarm device is electrically connected with the first control device.
When the inflatable air bag can be placed in the rainwater pipeline, the inflatable air bag is inflated through the inflation port. The wire spring is arranged in a spring mode, and can be slowly stretched along with the fact that the inflatable air bag is more and more bulged. The water pressure sensor faces to one end close to sewage, and can detect the water pressure in the rainwater pipeline in real time. The first control device is internally provided with a preset value, and when the water pressure of the water pressure sensor reaches the preset value, the first alarm device can give an alarm to remind a worker to reinforce the inflatable airbag. The reinforcement may be by continuing to inflate the bladder with said gas.
Furthermore, a solar cell is arranged in the first control device and connected with the foldable solar panel; the foldable solar panel comprises a plurality of solar single plates, and the plurality of solar single plates are connected through a rubber layer to form a plate-shaped structure; and connecting wires are also arranged among the plurality of solar single plates and arranged in the rubber layer.
The solar panel can provide a power supply for the solar cell, and further provides energy for the operation of the first control device. The foldable design of the solar panel can save space and is convenient to carry.
The sealing rubber layer can be used for sealing and reinforcing, and the elastic lead and the side wall of the inflatable air bag are prevented from loosening, so that the air leakage phenomenon is generated
Furthermore, the Larsen sheet pile inclination prevention device comprises a limiting seat provided with a cavity, a second alarm device, a second control device, an upper side jack, a lower side jack and a supporting seat; the cavity is rectangular, and the shape of the cavity is matched with that of the Larsen sheet pile; different inner side walls of the cavity are provided with gravity sensors, and the gravity sensors are close to the outer side wall of the Larsen sheet pile; the upper jack and the lower jack are both fixed on the side surface of the supporting seat, and the bottom end of the supporting seat is fixed on the ground; the Larsen sheet pile is positioned between the output end of the upper jack and the output end of the lower jack; the second control device is electrically connected with the second alarm device, the gravity sensor, the upper jack and the lower jack.
When the Larsen sheet pile is in jumping, the Larsen sheet pile needs to penetrate through the limiting seat through the cavity and then is subjected to jumping. If the Larsen sheet pile inclines, pressure is generated on the inner side wall of the limiting seat. The gravity sensor can detect the pressure value of the corresponding direction. And a preset pressure value is arranged in the second control device, when the gravity sensor monitors that the pressure value exceeds the preset pressure value, the second control device controls the output end of the upper jack and the output end of the lower jack to extend out, and the inclination of the Larsen sheet pile is corrected. And after the pressure value monitored by the gravity sensor is smaller than a preset pressure value, the output end of the upper side jack and the output end of the lower side jack are both contracted, and the Larsen sheet pile continues to jump.
Furthermore, the inner supporting structure comprises a plurality of surrounding purlins, a first rectangular supporting frame arranged among the surrounding purlins, a second rectangular supporting frame arranged in the first rectangular supporting frame, a first diagonal rod, a second diagonal rod and a third diagonal rod; the purlins are fixedly arranged with each row of Larsen steel sheet piles, and a plurality of purlins are connected end to form a rectangular frame; one end of the first diagonal rod is connected with a corner of the first rectangular support frame, and the other end of the first diagonal rod is connected with a corner of the frame; one end of the second diagonal rod is connected with the corner of the first rectangular support frame, and the other end of the second diagonal rod is connected with the corner of the second rectangular support frame; one end of the third diagonal rod is connected with the first diagonal rod body, and the other end of the third diagonal rod is connected with the Larsen steel sheet pile body. With the arrangement, the inner support can be arranged in a net shape, so that the inner support structure is more stable.
Furthermore, each corner of the first rectangular support frame is connected with two second inclined rods; the number of the second oblique rods is multiple, and two second oblique rods with intersected rod bodies are hinged. Compared with the prior art in which the rigid support mode is adopted for the inner support structure, the two intersected second oblique rods of the inner support structure are hinged, so that the support structure adopts a flexible support mode, errors caused by temperature and other influences can be eliminated, and deflection, local bending moment, torque and the like of the whole structure due to large bending moment, large deviation and other adverse factors can be borne and solved.
Furthermore, a basin-type excavation method is adopted for the excavation sequence, and the size error is 3 cm. By adopting the basin-type excavation method, the peripheral soil slope can support the lateral soil layer, and the deformation of the lateral soil layer is favorably reduced. The pot excavation method has the defect that a large amount of earthwork cannot be directly transported outwards, but the small gantry crane is arranged in the pot excavation method, and can be used for vertically excavating.
Compared with the prior art, the invention has the beneficial effects that: the invention relates to a construction method of an inverted well wall suitable for connection in an underground dense collecting pipeline group, which can monitor water pressure in a rainwater pipeline in real time, and when the water pressure in the rainwater pipeline is increased to a certain degree, a first alarm device can give an alarm to prevent a plugging air bag from being extruded from the rainwater pipeline to cause sewage accumulation. Meanwhile, the Larsen sheet pile anti-tilting device is arranged, whether the Larsen sheet pile tilts during jumping is monitored through the gravity sensor, and when the Larsen sheet pile slightly tilts, alarm reminding can be carried out, and the Larsen sheet pile is calibrated.
Drawings
FIG. 1 is a schematic top view of the Larsen sheet pile anti-tilt apparatus of the present invention;
FIG. 2 is a schematic diagram of a Larsen sheet pile in a right view according to the present invention;
FIG. 3 is a schematic view of an internal support structure of the present invention;
FIG. 4 is a schematic structural view of a Larsen sheet pile, a first diagonal member and a third diagonal member according to the present invention;
FIG. 5 is a schematic view of the occluding device of the present invention;
in the figure: 1. a limiting seat; 2. a second alarm device; 3. a second control device; 4. an upper jack; 5. a lower jack; 6. a supporting seat; 7. a first rectangular support frame; 8. a second rectangular support frame; 9. a first diagonal member; 10. a second diagonal member; 11. a third diagonal member; 12. enclosing purlins; 13. larsen sheet piles; 14. an inflatable air bag; 15. a water pressure sensor; 16. a first alarm device; 17. a first control device; 18. an elastic wire.
Detailed Description
The technical solutions of the present invention will be described clearly and completely with reference to the accompanying drawings, and it is obvious that the described embodiments are only some embodiments of the present invention, not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1, fig. 2, fig. 3, fig. 4, and fig. 5, the present embodiment provides a method for constructing an inverted well wall connected in an underground dense pipeline cluster, including the following steps:
s1, flow guiding and plugging: an upstream rainwater pipeline and a downstream rainwater pipeline of an area to be excavated are plugged by plugging devices, the plugging devices are connected with a first control device, and then a water pump is arranged for pumping, draining and guiding flow; the blocking device can measure the real-time water pressure in the rainwater pipeline, and after the real-time water pressure in the rainwater pipeline exceeds the preset value of the first control device, the blocking device gives out a voice alarm;
s2, leveling the ground and detecting and paying off:
firstly, pavement breaking and one-time detection of underground pipelines:
the method comprises the following steps of (1) manually breaking the pavement of an area to be excavated by using an air pick, wherein the pavement breaking depth is 0.8-1.6 m, and in the embodiment, the pavement breaking depth is 1 m; in the process that the air pick breaks the road surface, the concrete positions of underground pipelines such as a gas pipeline, an optical fiber, a cable, an old rainwater pipeline and the like are detected and determined by an underground pipeline detector; and then fixing a Larsen sheet pile anti-tilting device at a position which avoids the underground pipeline by at least 0.5m, and then tripping the Larsen sheet pile through the Larsen sheet pile anti-tilting device, wherein the Larsen sheet pile is 6m long. The Larsen sheet pile inclination prevention device can prevent the Larsen sheet pile 13 from inclining during the jump driving; the Larsen steel sheet piles are arranged in four rows, the Larsen steel sheet piles 13 in the four rows are distributed in a rectangular mode, and inner support structures which are arranged in a net mode are arranged among the Larsen steel sheet piles 13. The foundation trench of the invention adopts layered manual excavation, and each layer is 30 cm. When the pipeline is subjected to overhead protection, namely, the two ends of the pipeline are protected by buttresses, and the deformation of the pipeline is monitored twice a day.
Measuring and lofting: organizing survey personnel to perform survey lofting and position the trend of the underground pipeline and the relative position of a surrounding building;
thirdly, manually excavating and secondarily detecting underground pipelines: adopting an air pick to carry out manual excavation, wherein the excavation depth is 0.5-1 m; in the excavation process, performing secondary detection on the underground pipeline through an underground pipeline detector;
and fourthly, measurement and lofting of the inspection well: releasing the specific position of the inspection well according to the secondary detection result of the underground pipeline;
s3, construction of the inspection well:
the inspection well of the embodiment has the length of 3.3m, the width of 2.48m and the depth of 3.64m, and the structure is a reinforced concrete structure (06MS 201-3).
Firstly, constructing a well ring beam: binding reinforcing steel bars and pouring concrete to a well ring of the inspection well; and (5) until the walling crib construction is finished and the concrete strength reaches 70%, and adopting a concrete vibrator to vibrate and compact in the pouring process. If rainwater is more during construction, a rainproof shed can be built at the wellhead, water retaining ridges (adopting sand bags for retaining water) are arranged around the well, water seepage in the well is noticed during construction, and 2 water pumps (1 for 1 device) are matched on site to periodically pump and drain accumulated water in the well.
Secondly, manually excavating a first layer in the well: manually excavating a first layer of earthwork in the well, then vertically excavating by using a small gantry crane, and transporting materials by using the small gantry crane; the small gantry crane is a 3t small gantry crane, and the rated load capacity of the main hook is 3 t.
Constructing a first layer of shaft structure: firstly binding reinforcing steel bars in a shaft, then carrying out a formwork supporting process, wherein both an inner formwork and an outer formwork used in the formwork supporting process adopt laminated plywood, and the inner formwork is supported and fixed by a steel pipe scaffold in the shaft; then pouring concrete in the area between the inner formwork and the outer formwork, and directly putting the concrete into a bin in a chute mode; then, the concrete vibrator is adopted to vibrate compactly, and the concrete vibrator avoids touching the reinforcing steel bars and the templates in the vibrating process. Then curing the poured concrete, and removing the formwork;
fourthly, manually digging a second layer in the well: after the strength of the first layer of shaft concrete reaches 70%, manually excavating a second layer of earthwork in the well, vertically excavating by using a small gantry crane, and transporting materials by using the small gantry crane; then, rechecking the verticality of the second layer of shaft;
and fifthly, constructing a second-layer well cylinder structure: repeating the step three in the step S3;
sixthly, manually excavating a third layer in the well: after the strength of the second layer of the shaft tube concrete reaches 70%, manually excavating a third layer of earthwork in the shaft until the shaft bottom is excavated to the designed elevation, and stopping excavating the soil; then, vertically discharging soil by using a small gantry crane, and transporting materials by using the small gantry crane; then, rechecking the verticality of the third layer of shaft;
and seventhly, constructing a third layer of shaft structure and a bottom plate: repeating the step three in the S3, and then performing concrete pouring, curing and form removal on the well bottom;
eighthly, underground pipeline protection and inspection well wall inspection: after the strength of the third layer of shaft concrete reaches 70%, the old rainwater pipe pipeline and the well wall are inspected; then, the old rainwater pipeline and the side wall of the shaft can be subjected to grouting treatment;
s4, inspection shaft, well cover construction and pavement restoration.
When the inspection well is excavated, the excavation depth of the first layer is 1m, and concrete is used as a shaft protective wall. When the construction is carried out, each section is used as a cycle, and a layer of shaft protecting wall is dug for construction. The height of each section of a general soil layer is about 1m, the height of each section of a quicksand and silt section is not more than 0.5m, and the downward excavation in a special geological well is determined according to the safety condition of a retaining wall.
The steel bars of the concrete reinforcement cage in the well are welded joints which are staggered according to the standard requirements, and the joints of the horizontal steel bars (the stiffening hoops and the spiral stirrups) and the longitudinal steel bars are all welded firmly. And concrete cushion blocks are arranged on the outer sides of the reinforcement cages to ensure the thickness of the concrete protective layer.
The inspection well is dug layer by layer from top to bottom manually by an air pick or a shovel, whether underground pipelines exist is required to be detected while digging, and the underground pipelines are broken by a hammer and a drill rod when encountering hard soil layers; the bottom expanding part adopts the steps of firstly digging a cylinder in the well, and then cutting soil from top to bottom according to the size of the bottom protection to repair the bottom expanding part into a bottom expanding shape. And (4) filling the waste soil into a bucket, vertically transporting to the ground by using a small gantry crane, loading by using an excavator, and transporting to a monitoring and managing appointed waste soil field.
The central line control of the inspection well is that a first section of concrete well casing is provided with a cross control point, each section is provided with a cross rod hanging large line weight as a central line, and the periphery of the well is measured by a steel tape.
Construction allowable deviation of the artificial well digging:
firstly, the deviation of the well hole size is less than or equal to +/-20 mm;
the horizontal deviation of the well hole position is less than or equal to 50 mm;
and 1/100 that the verticality deviation of the well hole is less than or equal to the well length.
The invention relates to a construction method of an inverted well wall suitable for connection in an underground dense collecting pipeline group, which can monitor the water pressure in a rainwater pipeline in real time, and when the water pressure in the rainwater pipeline is increased to a certain degree, an alarm device can give an alarm to prevent a plugging air bag from being extruded from the rainwater pipeline to cause sewage accumulation. Meanwhile, the Larsen sheet pile anti-tilting device is arranged, whether the Larsen sheet pile 13 tilts during jumping is monitored through the gravity sensor, when the Larsen sheet pile 13 slightly tilts, alarm reminding can be carried out, and then the Larsen sheet pile 13 is calibrated.
Further, the plugging device comprises an inflatable air bag 14, a water pressure sensor 15, a first alarm device 16 and a first control device 17 which are arranged in a cylindrical shape. One end of the inflatable air bag 14 is provided with an inflation inlet, the first alarm device 16 and the first control device 17. The other end of the inflatable air bag 14 is connected with a water pressure sensor 15; the water pressure sensor 15 is connected with the first control device 17 through an elastic lead 18; one end of the elastic lead 18 is connected with the water pressure sensor 15, and the other end of the elastic lead 18 penetrates through the side wall of the inflatable air bag 14 and is connected with the first control device 17; the elastic lead 18 is arranged in a spring shape; a sealing rubber layer is arranged at the joint of the elastic lead 18 and the side wall of the inflatable bag; the first alarm device 16 is electrically connected to the first control device 17.
When the inflatable air bag 14 can be placed in the rainwater pipeline, the inflatable air bag 14 is inflated through the inflation port. The wire spring is spring loaded and will also slowly extend as the inflatable bladder 14 expands. The water pressure sensor 15 can detect the water pressure in the rainwater pipeline in real time towards the end close to the sewage. A preset value is arranged in the first control device 17, and when the water pressure of the water pressure sensor 15 reaches the preset value, the first alarm device 16 can give an alarm to remind a worker to reinforce the inflatable air bag 14. The reinforcement may be by continuing to inflate the bladder with said gas.
Further, a solar cell is arranged in the first control device 17 and connected with the foldable solar panel; the foldable solar panel comprises a plurality of solar single plates, and the plurality of solar single plates are connected through a rubber layer to form a plate-shaped structure; and connecting wires are also arranged among the plurality of solar single plates and arranged in the rubber layer.
The solar panel can provide power for the solar cell, and further provide energy for the operation of the first control device 17. The foldable design of the solar panel can save space and is convenient to carry.
The sealing rubber layer can be used for sealing and reinforcing, and the elastic lead 18 and the side wall of the inflatable air bag 14 are prevented from loosening, so that air leakage is avoided.
Further, the Larsen sheet pile inclination prevention device comprises a limiting seat 1 provided with a cavity, a second alarm device 2, a second control device 3, an upper side jack 4, a lower side jack 5 and a supporting seat 6; the cavity is rectangular, and the shape of the cavity is matched with that of the Larsen sheet pile 13; different inner side walls of the cavity are provided with gravity sensors, and the gravity sensors are close to the outer side wall of the Larsen sheet pile 13; the upper side jack 4 and the lower side jack 5 are fixed with the side surface of the support seat 6 through bolts. The bottom end of the supporting seat 6 is fixedly provided with an insert anchor, and the insert anchor is inserted into a soil layer; the supporting seat 6 is hinged with one end of a supporting rod, the other end of the supporting rod is inserted into a soil layer, and the bottom end of the supporting seat 6 is fixed with the ground in this way. The Larsen sheet pile 13 is positioned between the output end of the upper jack 4 and the output end of the lower jack 5; the second control device 3 is electrically connected to the second alarm device 2, the gravity sensor, the upper jack 4, and the lower jack 5.
When the Larsen sheet pile 13 is jumped, the Larsen sheet pile needs to penetrate through the limiting seat 1 through a cavity, and then the Larsen sheet pile is jumped. If the Larsen sheet pile 13 inclines, pressure is generated on the inner side wall of the limiting seat 1. The gravity sensor can detect the pressure value of the corresponding direction. A preset pressure value is arranged in the second control device 3, when the gravity sensor monitors that the pressure value exceeds the preset pressure value, the second control device 3 controls the output end of the upper jack 4 and the output end of the lower jack to extend out, and therefore the inclination of the Larsen sheet pile 13 is corrected. And after the pressure value monitored by the gravity sensor is smaller than the preset pressure value, the output end of the upper jack 4 and the output end of the lower jack 5 are both contracted, and the Larsen sheet pile 13 continues to jump.
Furthermore, the inner supporting structure comprises a plurality of surrounding purlins 12, a first rectangular supporting frame 7 arranged among the surrounding purlins 12, a second rectangular supporting frame 8 arranged in the first rectangular supporting frame 7, a first inclined rod 9, a second inclined rod 10 and a third inclined rod 11. The purlin 12 is fixedly arranged with each row of Larsen sheet piles 13, and the plurality of purlins 12 are connected end to form a rectangular frame; one end of the first diagonal rod 9 is fixedly connected with the corner of the first rectangular supporting frame 7 in a welding manner, and the other end of the first diagonal rod 9 is fixedly connected with the corner of the frame in a welding manner; one end of the second inclined rod 10 is fixedly connected with the corner of the first rectangular support frame 7 in a welding mode, and the other end of the second inclined rod 10 is fixedly connected with the corner of the second rectangular support frame 8 in a welding mode. One end of the third inclined rod 11 is fixedly connected with the rod body of the first inclined rod 9 in a welding mode, and the other end of the third inclined rod 11 is fixedly connected with the pile body of the Larsen steel plate pile in a welding mode. The inner supporting structure is arranged, so that the inner supporting structure is more stable.
Furthermore, each corner of the first rectangular support frame 7 is connected with two second inclined rods 10; the number of the second inclined rods 10 is multiple, and two second inclined rods 10 with intersecting rod bodies are hinged. Compared with the prior art in which the inner support structure adopts a rigid support mode, the two intersected second inclined rods 10 of the inner support structure are hinged, so that the support structure adopts a flexible support mode, errors caused by temperature and other influences can be eliminated, and deflection, local bending moment, torque and the like of the whole structure due to adverse factors such as large bending moment, large deviation and the like can be borne and solved.
Furthermore, a basin-type excavation method is adopted for the excavation sequence, and the size error is 3 cm. By adopting the basin-type excavation method, the peripheral soil slope can support the lateral soil layer, and the deformation of the lateral soil layer is favorably reduced. The pot excavation method has the defect that a large amount of earthwork cannot be directly transported outwards, but the small gantry crane is arranged in the pot excavation method, and can be used for vertically excavating.
The workers must use qualified mechanical equipment such as a small gantry crane and a steel wire rope to go up and down the well, and the well mouth support must be firm and reliable if an automatic clamping protection device is required. The winch for unearthing at the wellhead must adopt a tough hemp rope or a nylon rope with the diameter not less than 16mm, has a firm structure and has a safe braking and lifting hook device. During the excavation of the well hole, the existence of non-toxic gas and the phenomenon of oxygen deficiency in the well hole are often detected. It is insist that the air exhaust and water pumping of the underground operation are performed first, enough fresh air is continuously conveyed into the hole in the construction process, and the air exhaust and the air conveying are performed simultaneously when necessary. The well mouth should set up the rail, establishes the safety net of half side well in the pit, establishes the very reliable lifesaving rope ladder in the well, and borehole operation personnel must wear the safety helmet to tie the safety belt, and the well mouth is used the apron to cover when digging hole pause construction. The underground construction lighting adopts a safety running light, the voltage is not higher than 36V, and a line for supplying power to underground electric equipment must be provided with an electric leakage protection device. The underground communication is smooth, the well mouth is ensured to be occupied during construction, underground workers must often pay attention to observe and check whether collapse, water burst and sand flow phenomena and air pollution conditions exist underground, if abnormal conditions are found, the operation is stopped, and technicians are informed to timely handle the abnormal conditions. According to the field condition, a safe operation area is determined, and raw materials and earthwork are strictly forbidden to be stacked within 1m around a wellhead.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (7)
1. A construction method of an inverted well wall connected in an underground dense pipeline group is characterized by comprising the following steps:
s1, flow guiding and plugging: an upstream rainwater pipeline and a downstream rainwater pipeline of an area to be excavated are plugged by plugging devices, the plugging devices are connected with a first control device, and then a water pump is arranged for pumping, draining and guiding flow; the blocking device can measure the real-time water pressure in the rainwater pipeline, and after the real-time water pressure in the rainwater pipeline exceeds the preset value of the first control device, the blocking device gives out a voice alarm;
s2, leveling the ground and detecting and paying off:
firstly, pavement breaking and one-time detection of underground pipelines:
manually breaking the pavement of the area to be excavated by adopting an air pick, wherein the pavement breaking depth is 0.8-1.6 m; in the process that the air pick breaks the road surface, the concrete position of the underground pipeline is determined by detecting through the underground pipeline detector; then fixing a Larsen sheet pile anti-tilting device at a position which avoids the underground pipeline by at least 0.5m, and then tripping the Larsen sheet pile through the Larsen sheet pile anti-tilting device, wherein the Larsen sheet pile anti-tilting device can prevent the Larsen sheet pile from tilting during tripping; the Larsen steel sheet piles are arranged in four rows, the four rows of Larsen steel sheet piles are distributed in a rectangular shape, and inner support structures which are arranged in a net shape are arranged among the Larsen steel sheet piles;
measuring and lofting: organizing survey personnel to perform survey lofting and position the trend of the underground pipeline and the relative position of a surrounding building;
thirdly, manually excavating and secondarily detecting underground pipelines: adopting an air pick to carry out manual excavation, wherein the excavation depth is 0.5-1 m; in the excavation process, performing secondary detection on the underground pipeline through an underground pipeline detector;
and fourthly, measurement and lofting of the inspection well: releasing the specific position of the inspection well according to the secondary detection result of the underground pipeline;
s3, construction of the inspection well:
firstly, constructing a well ring beam: binding reinforcing steel bars and pouring concrete to a well ring of the inspection well; until the walling crib construction is completed and the concrete strength reaches 70 percent, the concrete vibrator is adopted to vibrate and compact in the pouring process
Secondly, manually excavating a first layer in the well: manually excavating a first layer of earthwork in the well, then vertically excavating by using a small gantry crane, and transporting materials by using the small gantry crane;
constructing a first layer of shaft structure: firstly binding reinforcing steel bars in a shaft, then carrying out a formwork supporting process, wherein both an inner formwork and an outer formwork used in the formwork supporting process adopt laminated plywood, and the inner formwork is supported and fixed by a steel pipe scaffold in the shaft; then pouring concrete in the area between the inner formwork and the outer formwork, and directly putting the concrete into a bin in a chute mode; then curing the poured concrete, and removing the formwork;
fourthly, manually digging a second layer in the well: after the strength of the first layer of shaft concrete reaches 70%, manually excavating a second layer of earthwork in the well, vertically excavating by using a small gantry crane, and transporting materials by using the small gantry crane; then, rechecking the verticality of the second layer of shaft;
and fifthly, constructing a second-layer well cylinder structure: repeating the step three in the step S3;
sixthly, manually excavating a third layer in the well: after the strength of the second layer of the shaft tube concrete reaches 70%, manually excavating a third layer of earthwork in the shaft until the shaft bottom is excavated to the designed elevation, and stopping excavating the soil; then, vertically discharging soil by using a small gantry crane, and transporting materials by using the small gantry crane; then, rechecking the verticality of the third layer of shaft;
and seventhly, constructing a third layer of shaft structure and a bottom plate: repeating the step three in the S3, and then performing concrete pouring, curing and form removal on the well bottom;
eighthly, underground pipeline protection and inspection well wall inspection: after the strength of the third layer of shaft concrete reaches 70%, the old rainwater pipe pipeline and the well wall are inspected; then, the old rainwater pipeline and the side wall of the shaft can be subjected to grouting treatment;
s4, inspection shaft, well cover construction and pavement restoration.
2. The method for constructing the connected inverted well wall in the underground dense pipeline group according to claim 1, wherein the plugging device comprises an inflatable air bag, a water pressure sensor, a first alarm device and a first control device which are arranged in a cylindrical shape, one end of the inflatable air bag is provided with an inflation port, the first alarm device and the first control device, and the other end of the inflatable air bag is connected with the water pressure sensor; the water pressure sensor is connected with the first control device through an elastic lead; one end of the elastic lead is connected with the water pressure sensor, and the other end of the elastic lead penetrates through the side wall of the inflatable air bag and is connected with the first control device; the elastic lead is arranged in a spring shape; a sealing rubber layer is arranged at the joint of the elastic lead and the side wall of the inflatable bag; the first alarm device is electrically connected with the first control device.
3. The method for constructing the overhung well wall connected to the underground dense pipeline group according to claim 2, wherein a solar cell is arranged in the first control device and connected with the foldable solar panel; the foldable solar panel comprises a plurality of solar single plates, and the plurality of solar single plates are connected through a rubber layer to form a plate-shaped structure; and connecting wires are also arranged among the plurality of solar single plates and arranged in the rubber layer.
4. The method for constructing the connected inverted well wall in the underground dense pipeline group according to claim 1, wherein the Larsen sheet pile inclination prevention device comprises a limiting seat provided with a cavity, a second alarm device, a second control device, an upper side jack, a lower side jack and a supporting seat; the cavity is rectangular, and the shape of the cavity is matched with that of the Larsen sheet pile; different inner side walls of the cavity are provided with gravity sensors, and the gravity sensors are close to the outer side wall of the Larsen sheet pile; the upper jack and the lower jack are both fixed on the side surface of the supporting seat, and the bottom end of the supporting seat is fixed on the ground; the Larsen sheet pile is positioned between the output end of the upper jack and the output end of the lower jack; the second control device is electrically connected with the second alarm device, the gravity sensor, the upper jack and the lower jack.
5. The method of claim 1, wherein the method comprises the following steps: the inner supporting structure comprises a plurality of surrounding purlins, a first rectangular supporting frame arranged among the surrounding purlins, a second rectangular supporting frame arranged in the first rectangular supporting frame, a first diagonal rod, a second diagonal rod and a third diagonal rod; the purlins are fixedly arranged with each row of Larsen steel sheet piles, and a plurality of purlins are connected end to form a rectangular frame; one end of the first diagonal rod is connected with a corner of the first rectangular support frame, and the other end of the first diagonal rod is connected with a corner of the frame; one end of the second diagonal rod is connected with the corner of the first rectangular support frame, and the other end of the second diagonal rod is connected with the corner of the second rectangular support frame; one end of the third diagonal rod is connected with the first diagonal rod body, and the other end of the third diagonal rod is connected with the Larsen steel sheet pile body.
6. The method of claim 5, wherein the method comprises the following steps: each corner of the first rectangular support frame is connected with two second inclined rods; the number of the second oblique rods is multiple, and two second oblique rods with intersected rod bodies are hinged.
7. The method of claim 1, wherein the method comprises the following steps: the soil excavation sequence adopts a basin type excavation method, and the size error is 3 cm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110707415.2A CN113445607B (en) | 2021-06-24 | 2021-06-24 | Construction method for connecting inverted well wall in underground dense pipeline group |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110707415.2A CN113445607B (en) | 2021-06-24 | 2021-06-24 | Construction method for connecting inverted well wall in underground dense pipeline group |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113445607A true CN113445607A (en) | 2021-09-28 |
| CN113445607B CN113445607B (en) | 2022-06-07 |
Family
ID=77812599
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110707415.2A Active CN113445607B (en) | 2021-06-24 | 2021-06-24 | Construction method for connecting inverted well wall in underground dense pipeline group |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113445607B (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06506742A (en) * | 1991-04-29 | 1994-07-28 | サブテレイニアン，システムズ ピーティーイー リミティド | sheet pile |
| CN104612240A (en) * | 2014-12-15 | 2015-05-13 | 中铁建大桥工程局集团第五工程有限公司 | Method for blocking large-pipe-diameter rainwater pipeline through short air bag |
| CN210319052U (en) * | 2019-08-19 | 2020-04-14 | 广州锐骏盈环境检测有限公司 | Automatic pipeline shutoff gasbag of reporting to police |
| CN111608192A (en) * | 2020-06-11 | 2020-09-01 | 中交一公局第一工程有限公司 | Method and device for installing steel sheet pile in large-diameter boulder and sandstone stratum |
-
2021
- 2021-06-24 CN CN202110707415.2A patent/CN113445607B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06506742A (en) * | 1991-04-29 | 1994-07-28 | サブテレイニアン，システムズ ピーティーイー リミティド | sheet pile |
| CN104612240A (en) * | 2014-12-15 | 2015-05-13 | 中铁建大桥工程局集团第五工程有限公司 | Method for blocking large-pipe-diameter rainwater pipeline through short air bag |
| CN210319052U (en) * | 2019-08-19 | 2020-04-14 | 广州锐骏盈环境检测有限公司 | Automatic pipeline shutoff gasbag of reporting to police |
| CN111608192A (en) * | 2020-06-11 | 2020-09-01 | 中交一公局第一工程有限公司 | Method and device for installing steel sheet pile in large-diameter boulder and sandstone stratum |
Also Published As
| Publication number | Publication date |
|---|---|
| CN113445607B (en) | 2022-06-07 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110306557B (en) | Earth excavation method based on basement deep foundation pit engineering | |
| CN112502777B (en) | Method for treating tunnel inrush roof collapse and door closing | |
| CN111456019A (en) | Safe construction method for foundation pit excavation | |
| CN114164764B (en) | Construction method of high-filling bridge bearing platform structure | |
| CN110499772B (en) | Construction method of rock riverbed double-layer steel sheet pile cofferdam | |
| CN112482395A (en) | Construction method of cast-in-situ bored pile and inner support supporting structure of rail transit station | |
| CN109488347B (en) | Excavation construction method for special stratum chamber | |
| CN109629576B (en) | Suspension protection system for water supply pipe crossing foundation pit and construction method | |
| CN112281857A (en) | Deep foundation pit excavation construction method | |
| CN113737780A (en) | Underwater rock-socketed concrete pile and construction method thereof | |
| CN111576247A (en) | Double-wall steel cofferdam and short pile casing group integral positioning and mounting structure and construction method | |
| CN114017040B (en) | Construction method for karst tunnel to penetrate into high-water-level underground river and water guide structure | |
| CN108643212A (en) | A kind of prefabricated reinforced concrete open caisson construction method | |
| CN114134928B (en) | Construction method of steel pipe column tower crane foundation | |
| CN114837088A (en) | Construction method of bearing platform on highway | |
| CN113445607B (en) | Construction method for connecting inverted well wall in underground dense pipeline group | |
| CN114108656A (en) | Construction method of foundation pit support | |
| CN110607797A (en) | Underwater construction method for water taking head | |
| CN117626947A (en) | Construction method of rotary drilling bored concrete pile | |
| CN113803089A (en) | Artificial surrounding rock construction process for treating collapsed cavity of tunnel | |
| CN116695715A (en) | Inflatable fore shaft pipe and construction method thereof applied to underground diaphragm wall | |
| CN111622216A (en) | Construction method of pile foundation joist weighing type retaining wall | |
| CN114319432B (en) | Construction process of semi-underground subway station and semi-underground subway station | |
| CN213448506U (en) | Plugging structure arranged between foundation pit fender posts | |
| CN114352319A (en) | Construction method for large-section hydraulic tunnel composite type bias tunnel section |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CP01 | Change in the name or title of a patent holder | ||
| CP01 | Change in the name or title of a patent holder |
Address after: 430000 south side of 7th floor, area B, 558 Jiefang Avenue, Qiaokou District, Wuhan City, Hubei Province Patentee after: Gezhouba Group Ecological Environmental Protection Co.,Ltd. Address before: 430000 south side of 7th floor, area B, 558 Jiefang Avenue, Qiaokou District, Wuhan City, Hubei Province Patentee before: China Gezhouba Group Ecological Environment Engineering Co.,Ltd. |
|
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20230712 Address after: Room 1-1, 1st Floor, 1st to 3rd Floor, Building 16, Gezhouba Sun City, No. 40 Gaoxin Fourth Road, Donghu New Technology Development Zone, Wuhan City, Hubei Province, 430000 Patentee after: Gezhouba Ecological Construction (Hubei) Co.,Ltd. Address before: 430000 south side of 7th floor, area B, 558 Jiefang Avenue, Qiaokou District, Wuhan City, Hubei Province Patentee before: Gezhouba Group Ecological Environmental Protection Co.,Ltd. |